The estimated weight of the movable parts of each gate is 326,000 pounds, and the estimated weight of the nonmovable parts is 64,000 pounds. Figure 108 shows the shop assembly of one gate. (b) Design.-The gate was designed for a head of 52.5 feet for two conditions; namely, (1) water surface at top of gate, elevation 3700.0 (gate closed), and (2) water surface at top of gate, elevation 3715.0 (gate partially raised). The hydraulic force on the skinplate and vertical stiffeners is transmitted to the four horizontal girders. The load from the girders is carried to the arms and trunnion pins which are located at the center of curvature of the skinplate. The load from the trunnion pins is carried to the pedestals which are attached to base castings embedded in the concrete headwall of the spillway tunnel. The pedestals were alined and held in place by bolts and jacks before making the final placement of concrete in the headwall blockouts. The trunnion pin bushing is provided with seals to prevent entry of foreign matter. Sto 24+30 298 Sta 2 718 "A Line EL 3599 220 Sta 21.00 000 EL 3590 458 Sto 21 08 610 ELEVATION-TRANSITION STA 20 45 000 TO STA 21472 148 *A*Line.... £ Tunnel "A" Line Stope 00035 ELEVATION-RIGHT SPILLWAY TUNNEL "A" Line Lining thickness to "A" line varies uniformly from 8 6 at 5ta 20.45.000 to 5-10 at Sta. 20+92770; from 5-10" at Sta. 20+92 770 to 4 3 at Sta 21.30000; from 4-3" at Sta 20.69 440 3624 478 20.98 56 "A" Line 310, 3587 561 21+54 961 3615 241 19-85 81 2 5/75 20A ར།་ ཉ་ 800F 49-10 5023065-97 BASE LINE 2157 946 36 11 777 ELEMENTS OF TRANSITION SECTIONS ROOF LINE 21 69 307, 3597 747 50:9 25-05 59-8F 30°- 21684745 3576130502 25 3553 507 2:487 131 3572477 500 250 3565 716 49-824-10 28-9" || 28 31⁄2 19-00 49-2247 3552 248 49 0 24 6 50 33 [21.72 148 3506 67722+11 672 3534 352 48 RIGHT AND LEFT TUNNELS DRAWN...SUBMITTED. TRACED....MMM...RECOMMENDED. P.L. Rice. CHECKED...TH...... APPROVED DENVER, COLORADO, DEO. 8, 1907 KB Keener 557-D-444 Figure 104.-Spillways, right and left tunnels-Elevations and sections. The rock surrounding the tunnels upstream from the downstream end of the elbow and at the downstream portal was grouted from radial holes ranging from 20 to 40 feet in depth, spaced at up to 20-foot centers measured along the centerline of the tunnels. Drainage holes 3 inches in diameter, drilled radially 25 feet deep at 20-foot centers, were also provided in the tunnels from the entrances to a point 400 feet downstream from the elbows. Grouting and drainage details are shown on figure 105. The inverts of the horizontal portions of both tunnels were eroded during diversion. Repairs were made with epoxy-bonded concrete and epoxy-bonded epoxy mortar to insure the serviceability of the tunnels. (c) Deflector Bucket.-The layout of the left spillway deflector bucket is shown on figure 106. The layout for the right deflector bucket is similar but opposite hand. The reinforced concrete deflector buckets were designed for dead weight, static and dynamic forces from water at maximum discharge, and uplift pressure. In general, the bucket was designed as a monolithic structure resting on an elastic foundation. The dynamic forces from the deflecting jet were determined from the hydraulic models. Seams and joints were observed in the rock at the outlet portal of the left tunnel. To prevent the rock from slabbing off, 1-1/2-inch-diameter post-tensioned anchors 20 feet long were installed as shown on figure 22. These were tensioned by applying a torque of between 450 and 550 foot-pounds. RADIAL The estimated weight of the movable parts of each gate is 326,000 pounds, and the estimated weight of the nonmovable parts is 64,000 pounds. Figure 108 shows the shop assembly of one gate. 45. 40- BY 52.5-FOOT GATES. (a) Description.-Four radial gates are installed in the spillway intake structures and are used to regulate discharges into the spillway tunnels. The gates were manufactured by Vereinigte Osterreichische Eisen und Stahlwerke (VOEST), Linz-Donau, Austria under invitation No. DS-5192. The embedded metalwork for the gates was manufactured by Dixie Steel and Supply Company, Inc., Tuscaloosa, Ala., under invitation No. DS-5077. (b) Design.-The gate was designed for a head of 52.5 feet for two conditions; namely, (1) water surface at top of gate, elevation 3700.0 (gate closed), and (2) water surface at top of gate, elevation 3715.0 (gate partially raised). The hydraulic force on the skinplate and vertical stiffeners is transmitted to the four horizontal girders. The load from the girders is carried to the arms and trunnion pins which are located at the center of curvature of the skinplate. The load from the trunnion pins is carried to the pedestals which are attached to base castings embedded in the concrete headwall of the spillway tunnel. The pedestals were alined and held in place by bolts and jacks before making the final placement of concrete in the headwall blockouts. The trunnion pin bushing is provided with seals to prevent entry of foreign matter. The radial gates are located near the crest of the spillway intake structures, upstream from the right and left abutments of the dam. The general installation is shown on figure 107. Each gate is operated by a wire-rope drum hoist on the operating bridge with movable counterweights in the pier and end wall of the spillway. 'Op. cit. p. 145. Figure 106.-Left spillway downstream portal defiector bucket-Plan and sections. (Sheet 1 of 2.) THIS DRAWING SUPERSEDES DWG 557-D-87 IN PART UNITED STATES DEPARTMENT OF THE INTERIOR BUREAU OF RECLAMATION COLORADO RIVER STORAGE PROJECT MIDDLE RIVER DIV-GLEN CANYON UNIT- ARIZONA-UTAN GLEN CANYON DAM LEFT SPILLWAY DOWNSTREAM PORTAL DEFLECTOR BUCKET DRAWN PEP. TRAGED. PLAN AND SECTIONS .... SLABMITTED. E.Q., THE RECOMMENDED! I life... CHECKEDAH AE DENVER, COLORADO, APPROVED SHEET I OF JUNE 30, 1961 557-D-2099 |